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Specifications (47)
1C`C\( 015- OC - vat CT E N G I N E E R I NG structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) RECEIVED #15238 SEP _ 7 2017 CITY OF TIGARD Structural Calculations BUILDING DIVISION �� ��G NF Al River Terrace W 60 Plan 7 Elevation B kw, ARE A, Tigard, ORo ‘67n BT. GV`ti o� Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearinc = 2000 sf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Vlilbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: (Note-Dual reference for Plan 3 also includes Plan 3713) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC,and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# : Plan 2613 ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8"plywood(O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15M PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 16 S9.1 r RB.bl GABLE' TRUSS 4.e._,_RB.b1 MIN. HDR i A MIN. HDR 19 S9.1 An • • • <i'J • �� I- I ROOF TRUSSES AT 24" O.C. TTP. CCI Hn oz, • 41 • � r I -N 1 J GABLE WEB •• - • ( `1 I '2': '_ r22"x30" 1 x i 1 ATTIC 1 „, ,p •• 1-ACCESS) �-N'a 20 1 59.1 F1-.- i 1 ..................._—....._....__.._._.................._I o S9.1 H • (Nt � N ` — — aI0.1 • _ 1.....__............._..........1 1_ c°' t W N rr4 19 59.1 • • • cr • N Q = • • • p . ° • • • aN • MIN. HDR �I v ... IGABLE WEB 1 -I----RB.b3 MIN HDR N. HDR I MIN. HDR MIN. HDR 1 -- --- ---- ----.4- _ I GABLE!END TRUSS I L LRB.b4. J 16 SCISSOR/BOTTOM CORD TRUSS B 39.7 SCISSOR TRUSS A . CT# 14252 2014.10.17 1/9" = 1'-0" (11x17) PLAN 7B ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN MST48 e1 MST48 Alihrt. r A A ENTIRE C•v -\ 1 .„ r� 3 I rif'' . .•'' !J WASHER I TIRE L,R.- •EN R SIDE(76-IN) 5 1 11 O1 ia t \1t i l • • tI 9 ii MST37 \70rn/ M5737 0 ■ ■ ■ 0 NEPm s S1.2 CT# 14301 2015.03.05 1/4" _ 1'-0" (11x17) PLAN 7B UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN O P3 19 Ark 59.1 0 el VP \ ,_ ,f„, \ GABLEIEND TRUSS / \ 11!117)--------------75777:1772-77) ---- R \ / STHD14 4.bl STHD1' .....__-_ ROOF TRUSSES AT 24" O.C. TIP. 9'-6" 6x6 POST 6x6 POST 5 5vjQ R .Ti Pm? _ 11 1-17 1'T —7T6 Dr ~IQ' - ' _ 1;D-11--rr_ 1 Li d ink a) • ® >--- . rn i I N 1...1 o 0 O LL 8 Ie el /STFiD14 S HD147 � / \ 1kr n r .s 'I a I-- I 4:2I'! I I � I A'I I 6x6 POST 1 `-, �I jl P6 ENTIRE I *k ;� _ -��; 1����� C SIDE ---- (2)M FLOOR FRUSSL: \, I ROOF TRUSSES .(2)2�CI0 HD' .t F�o r=� II. t AT 24" O.C.-I---B...bi 1 / tt'�: �\ Rx l_...J�`" '-. � i Mali' P6 . ,G�// \\\\li.. m ,�� • ENTIRE O LEDGER I SIDE --- ......... _: 2— © /,)�' I 2)2x10 HDR -- - �: --� D.b15 ` -- 0 0I 0 i I oe .vX l A c-7,, 1 Z^ --� L. BLOCKOUT FOR r i I MICROWAVE EXHAUST. e.Ill o vg I P s g ...1 0 13'" CLEAR x I <.VZ � I 290 1 = PICTURE FRAME o + -0 w m OPENING. DIMS -ti- N c_� I I ARE TO STUDS. N 10 m� • I v 1 q X X •• ' A h �� cV u- In Wt I 4 H S9.0 c, 'I, , I: H O -0 X evl i N I I I I [.._.._......; _ AIBOVEES I 1c - � - 6X6 POST E 0 ILr, N I f op o _� ,o -0 bl i, ^0� o ro 2x ROOF I 1 w VI I o rr — 3'- 1L . CFS I = I Ti FRAMING m � , 11! /s J ry= \\\ ••LL-fir._.,_,��-2.x111..1 - - - 1 AC o ir [ '' 71— LEDGER I EsiA I STHD14 STHD14- 4x8HDIL4x8 HDR 4x8 HDR 4x8 HDR 1 -. .A 0....B..84/5E` B 0 FR G IIIIIII S9.0 N/ •z Ur I 2P3 illnizrr �"- ® B.b18 B.bI7 1 I 4x12 HDR 4x12 HD' .. 6x6 POST - -- - t - 2 W/ACE4 17 18 0 6x6 POST A11 All 6x6 POST W/ACE4 0 ALL HEADERS CHANGED W/AC4 TO (2)2x10 U.N.O. LOWER LEVEL SHEARWALLS PLAN 7B UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" AMERICAN MODERN '-1072.. 16'-3" „I-1072 s 18e 15 18 S6.1 0 S6.0 P3 S6 � T _I f J' ' STHD74 STHD1 I Z w Q O N N 0- M 31i" CONC. SLAB Z OVER 4" FREE DRAINAGE MATERIAL 0 W OVER COMPACTED FILL d 17 4 R —L:•. Fr-- 7-.. ®-I- --�-1j 0 LNZ 1. VERIFY GARAGE SLAB HEIGHT "" w- 1. WITH GRADING PLAN o D o o N I e Cr o e m 18'-0 3'-11Y 9 i 14 II Y ®i 56.0 a, M 1 J ♦ -16" If I r---7 I 3h" CONC. 0 VARIES : MIN. ( FURN: ��1 ABOVE M 0 14" SIM. 56.0 . 49 o r / o PATIO SLAB -3" FROM TOP OF //II STEM WALL ,n . SLOPE ` I-121/4" P4 STH014� IL----� o -n • L -}l CT 1, J I I N 2" DN1 CO O � 'J f .. ss.o I srHo14 ��,s ;' 4%fix 3'-9 q 1FA 2x4 PONY WALL 18x24 CRAWL FIXTURE ABOVE- 4 I ABU66 I-7^I I I AT HIGH FDN. PACE ACCESS ,-t I / 5 ® 6 $ f I v x "-Z712‘,' I-'%3 T -- 56.0 / I ••.•\ _ E" \ ,I- ---_------1 f`N LJ r 18"x36"x10' FOOTING t /�A U • 6 Q 11 I `O 1 ii: I® t (2) #4. (3) #4 / 1� Ca. ® I P6 II01:6--)ENTIRE a- M\N� ' ', -. :J I 1-Y"x 9/c LVL ,,i 1-1 1 SIDE vinr J 7— L!J 1 ® : -.\ - ; 3&4 CENTER U/ WALL 1 *-*-El I 7 D1 0 Q ` Ti I 16 30x30"x10" 7 FINISHED FLOOR Lt S6.0 FOOTING W/ S6.0 O AI _ AT +0'-0" ^ ,--i---,„,_, i (3) #4 EA. WAY 7 ® W ti I U ------------- .....J.......r... �"j1--P_T. 4x4 POST ,`�,y -- - L YP. U.N.O. ` L J CRAWL S ++1 I ♦` DRAINAGI "se CONNECT • 93Q" I-JOISTS AT 19.2" O.C. ' FOOTING _ & I TYPICAL ALLOW P .. r- 1 DRAINAGI 1 -12%4" 11'-73/4" N I 14'-4%" /-1 N I-1� L I I x 9,-0/4. L J I .0/4: x 2,Y2- LVL T J.- 30"x30"x10' i I ( I FOOTING W/ NCPm 18"x18"x10" FTG. " i ,,,_-1...___4 J 6x6 P.T. POST (3) #4 EA. WAY I.-1-1-121/4"1o 1 W/ (2) #4 EW I N0 TYP. U.N.O. -,..-1-; L_____1 L4_I C10 &4 7 1 " x 9Yz" LVL I SIM.S6.0 D1 _3.• SIM. - \ -t----- -ro 2x _ J t°>-101‘I r-,..9,0- PONY WALL I L 1 m� 6,1 I Cod- i Nr START FRMG.I ;SIM. 56.0 SIM. I'" SIM.I I 5' 0 y 3&4 6 I S6 IN !^ f\ - r STHD14 STHD14 '� 7 lo 16._6/2" ® 9•_SY•. -� Co Ks, D7 1 0 31/2" CONC. SLAB -61z" TOP OF SLAB o 16 SLOPE 1Y"1 -121/" TOP OF 8" L STEM WALL J \ :i--'6'S /1- (i Tri- ABU44 I e S6.0 ABU44 1 ABU44 X3/2" L 8,-5•, 3Y2..j Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:32PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997 Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 ?, (0)1983-2003 ENERCALC Engineering Software 14189 Plan 2613 ecw ROOF FRAMING Description 2613B ROOF FRAMING [Timber Member Information .,,i-F%d3..:: .::-tiA - dzA'C>.tiCU'.c^ i... •<;:<A .e A.,U,e:+lSR$,..1...... ;.':5 .bLw'Wis. a4.1 , - e RB.bl RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 RB.b7 Timber Section 2-2x4 2-2x8 2-2x4 2-2x4 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 7.250 3.500 3.500 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data .aY•s'xro4*'..?�2A'F.�'s: ... as.4 a' 4.45.E_5/„7Y.m'v,x -:v.�z.,n,-zW n4344A4a i,,,; ,..,: :,. 5 55*4,545.5'o-5.5>4.445*.. 4, .S'&55*%55:.. Span ft 5.50 2.50 5.25 3.00 3.00 5.50 4.50 Dead Load #/ft 60.00 225.00 60.00 60.00 225.00 225.00 195.00 Live Load #/ft 100.00 375.00 100.00 100.00 375.00 375.00 325.00 Results Ratio= 0.8084 0.1825 0.7366 0.2405 0.2627 0.8831 0.5124 Mmax @ Center in-k 7.26 5.62 6.61 2.16 8.10 27.22 15.79 @ X= ft 2.75 1.25 2.62 1.50 1.50 2.75 2.25 fb:Actual psi 1,185.3 214.0 1,080.0 352.7 308.2 1,035.9 601.0 Fb:Allowable psi 1,466.3 1,173.0 1,466.3 1,466.3 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.3 26.9 53.8 27.7 37.2 89.2 59.4 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs, 165.00 281.25 157.50 90.00 337.50 618.75 438.75 LL lbs 275.00 468.75 262.50 150.00 562.50 1,031.25 731.25 Max.DL+LL lbs 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 @ Right End DL lbs 165.00 281.25 157.50 90.00 337.50 618.75 438.75 LL lbs 275.00 468.75 262.50 150.00 562.50 1,031.25 731.25 Max.DL+LL lbs 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in,i -0.089 -0.002 -0.074 -0.008 -0.003 -0.037 -0.015 UDefl Ratio 744.5 18,789.1 856.0 4,587.6 10,873.3 1,764.6 3,717.4 Center LL Defl in -0.148 -0.003 -0.123 -0.013 -0.006 -0.062 -0.024 UDefl Ratio 446.7 11,273.4 513.6 2,752.5 6,524.0 1,058.7 2,230.4 Center Total Defl in -0.236 -0.004 -0.196 -0.021 -0.009 -0.100 -0.039 Location ft 2.750 1.250 2.625 1.500 1.500 2.750 2.250 UDefl Ratio 279.2 7,045.9 321.0 1,720.3 4,077.5 661.7 1,394.0 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev 580006 Page 1 • User:KW 0602997 Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14189 Plan 2613 ecw.CRAWLSPACE FRAMING Fs:r s;:,.... .. ..r, ,,wa.,. _ ..:*aa xam��,a.: ,.•a s<. .;:.., ,oe:. xxa,,.::,.„<a,. rwa as*a -..r „c_.<.. , , Description 2613 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL Def I in -0.027 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Def I in -0.099 Location ft 2.875 UDefl Ratio 697.8 Title: PLAN 7A Job#14301 Dsgnr: TSW Date: 2:13PM, 1 MAR 16 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software PLAN 7 ABD ECW Floor Framing - ,sax .�,e., s�,:�r.:er,, .,,,r. ;.�..,....e4er.'..;:,w.�...,, ., -.2rs :si,. y, Description 2613B FLR FRMG 1 OF 3 [Timber Member Information :ode Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.b1 B.b2 B.b3 B.b4 B.b5 B.b6 B.b7 Timber Section 4x10 5.5x19.5 LVL:1.750x14.000 2-2x8 5.5X14 IJC 4x8 2-2x8 Beam Width in 3.500 5.500 1.750 3.000 5.500 3.500 3.000 Beam Depth in 9.250 19.500 14.000 7.250 14.000 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Rosboro,Bigbeam iLevel,LSL 1.55E Hem Fir,No.2 Rosboro,Bigbeam Douglas Fir- Hem Fir,No.2 Larch,No.2 2.2E 2.2E Larch,No.2 Fb-Basic Allow psi 900.0 3,000.0 2,325.0 850.0 3,000.0 900.0 850.0 Fv-Basic Allow psi 180.0 300.0 310.0 150.0 300.0 180.0 150.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,300.0 2,200.0 1,600.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.150 Member Type Sawn GluLam Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft' 16.00 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load #/ft 60.00 77.00 150.00 195.00 195.00 195.00 75.00 Live Load #/ft 100.00 128.00 400.00 520.00 520.00 520.00 200.00 Dead Load #/ft 168.00 325.00 Live Load #/ft 300.00 375.00 Start ft End ft LResults Ratio= 0.9911 0.4315 0.0864 0.4901 0.6447 0.6054 0.9607 Mmax @ Center in-k 61.44 488.60 13.20 13.14 347.49 21.72 29.62 8.00 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,231.0 1,401.8 230.9 499.9 1,934.1 708.3 1,126.9 Fb:Allowable psi 1,242.0 3,248.2 2,673.8 1,020.0 3,000.0 1,170.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 53.6 88.6 28.6 56.6 109.3 70.0 111.4 Fv:Allowable psi i 207.0 345.0 356.5 150.0 300.0 180.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions - �T <.,5 @ Left End DL lbs 480.00 2,695.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 4,708.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 @ Right End DL lbs 480.00 2,695.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 4,708.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK x._.�':'a'3 e> '`u 11'>>,,, „ °3au5+z ,".aha., ._ `Aro t o Y Center DL Defl in -0.240 -0.173 -0.001 -0.005 -0.166 -0.010 -0.030 UDefl Ratio 801.6 1,528.6 34,459.7 7,900.8 1,297.6 5,337.8 1,812.2 Center LL Defl in -0.399 -0.302 -0.004 -0.014 -0.444 -0.027 -0.043 UDefl Ratio 480.9 875.0 12,922.4 2,962.8 486.6 2,001.7 1,260.7 Center Total Defl in -0.639 -0.474 -0.005 -0.019 -0.610 -0.037 -0.073 Location ft 8.000 11.000 2.000 1.750 9.000 2.250 2.250 UDefl Ratio 300.6 556.5 9,398.1 2,154.8 353.9 1,455.8 743.5 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 58!O!7eOSOo3ftware User: Timber Beam & Joist Description 2613B FLR FRMG 2 OF 3 Timber Member Information B.b8 B.b9 B.b10 6.611 B.b12 B.b13 B.b14 Timber Section 2-2x8 2-2x8 4x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fr,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data :- Span ft 3.00 3.50 3.50 2.50 4.00 2.50 3.50 Dead Load #/ft 75.00 15.00 15.00 120.00 120.00 120.00 120.00 Live Load #/ft 200.00 40.00 40.00 320.00 320.00 320.00 320.00 Dead Load #/ft 325.00 220.00 160.00 250.00 325.00 325.00 325.00 Live Load #/ft 375.00 200.00 100.00 250.00 375.00 375.00 375.00 Start ft End ft Results Ratio= 0.4910 0.2831 0.1403 0.2859 0.8875 0.3467 0.6795 Mmax @ Center in-k 13.16 8.73 5.79 8.81 27.36 10.69 20.95 @ X= ft 1.50 1.75 1.75 1.25 2.00 1.25 1.75 fb:Actual psi 500.8 332.1 188.8 335.3 1,041.0 406.7 797.1 Fb:Allowable psi 1,020.0 1,173.0 1,345.5 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 60.5 37.6 21.4 42.1 110.7 51.1 90.3 Fv:Allowable psi' 150.0 172.5 207.0 172.5 172.5 172.5 172.5 - _ - - 1 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 600.00 411.25 306.25 462.50 890.00 556.25 778.75 LL lbs 862.50 420.00 245.00 712.50 1,390.00 868.75 1,216.25 Max.DL+LL lbs 1,462.50 831.25 551.25 1,175.00 2,280.00 1,425.00 1,995.00 @ Right End DL lbs 600.00 411.25 306.25 462.50 890.00 556.25 778.75 LL lbs 862.50 420.00 245.00 712.50 1,390.00 868.75 1,216.25 Max.DL+LL lbs 1,462.50 831.25 551.25 1,175.00 2,280.00 1,425.00 1,995.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK r„ +xy.,V>.,";:PY„ x;: �,:-:;..S.xv.x.,;H ,#-S:'.,x,:5'*.�: ,..;.Yve a.:,.,.....x.✓.5 'ada, >.,.x,= .:w E6e:'..g.,%.ir x:,;,..,,, i, ,.., ,;bin^ ,:': Center DL Defl in -0.006 -0.006 -0.003 -0.003 -0.021 -0.003 -0.012 UDefl Ratio 6,116.2 6,555.9 12,641.2 11,425.8 2,319.4 9,500.1 3,462.1 Center LL Defl in -0.008 -0.007 -0.003 -0.004 -0.032 -0.005 -0.019 UDefl Ratio 4,254.8 6,419.4 15,801.5 7,416.7 1,485.1 6,082.8 2,216.8 Center Total Defl in -0.014 -0.013 -0.006 -0.007 -0.053 -0.008 -0.031 Location ft 1.500 1.750 1.750 1.250 2.000 1.250 1.750 UDefl Ratio 2,509.2 3,243.5 7,022.9 4,497.4 905.4 3,708.4 1,351.4 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189 Plan 2613.ecw:Floor Framing Description 2613B FLR FRMG 3 OF 3 Timber Member Information ;5:,. .. ::saw #A's-arm. v" ai�e :t�aV`CG w.Y....,: ,�.4�::. ..:3'�.Wi."" rois3!`11 *11 . ' .sF. % f,.. •41>4 - .,: ...,, µY.:&.✓s n�� B.b15 B.b16 B.b17 B.b18 Timber Section 2-2x8 2-2x8 4x8 4x10 Beam Width in 3.000 3.000 3.500 3.500 Beam Depth in 7.250 7.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 I Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data Span ft 4.50 4.00 9.00 16.00 Dead Load #/ft 15.00 Live Load Mt 40.00 Dead Load #/ft 160.00 60.00 75.00 60.00 Live Load #/ft 100.00 100.00 125.00 100.00 Start ft End ft [Results Ratio= 0.3104 0.1246 0.5890 0.9911 Mmax @ Center in-k 9.57 3.84 24.30 61.44 @ X= ft 2.25 2.00 4.50 8.00 fb:Actual psi 364.1 146.1 792.5 1,231.0 Fb:Allowable psi 1,173.0 1,173.0 1,345.5 1,242.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 36.0 15.5 46.4 53.6 Fv:Allowable psi 172.5 172.5 207.0 207.0 Shear OK Shear OK Shear OK Shear OK Reactions ¢1,r-- _ ... ... 4*44',, >.'1* <:.3 ., .- ,w.,r.•.....,0"z'/a' :4 n....,.. �R '., .'eau*...,5*1543s1s @ Left End DL lbs 393.75 120.00 337.50 480.00 LL lbs 315.00 200.00 562.50 800.00 Max.DL+LL lbs 708.75 320.00 900.00 1,280.00 @ Right End DL lbs 393.75 120.00 337.50 480.00 LL lbs 315.00 200.00 562.50 800.00 Max.DL+LL lbs 708.75 320.00 900.00 1,280.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK I Center DL Defl in -0.013 -0.003 -0.062 -0.240 UDefl Ratio 4,142.2 17,201.9 1,734.8 801.6 Center LL Defl in -0.010 -0.005 -0.104 -0.399 UDefI Ratio 5,177.8 10,321.1 1,040.9 480.9 Center Total Defl in -0.023 -0.007 -0.166 -0.639 Location ft 2.250 2.000 4.500 8.000 UDefI Ratio 2,301.2 6,450.7 650.5 300.6 76.11.Is IoIali ayo m a� o c laaolo�0a4'4'F',4Ha'-'-', 'a o as o 1 1 1 ( jm I p 41 0 aj0G._ aj 4 1M* 0 0 a T!„4,‘,.--;-,1� Ma O p O I c o'o' O 1 p o''.01 0 6 0 0'�. o 0 0 0. o 0 0 0. OO O 3�;� II p� as aaa ylo c, RRR m al$ �� m m 1. .'' 0100° 0000 0000 p$ p ppo m m, m 9 � N. { gF..L pF� m�m� R � Ro NGR RXRm oo' E4E0 Mai �� � m .� 1E r „ ,- n n n N n a m1S' d�1^. N �' 11 .,, ',L''.11:.2 1 N �N "'-• '1 l ! ill l I v, f 1t 2!... rrc81- m c a: E M ,- o :E':-.421 �,ewm. m gym" o� I �� I �.-��. -«�N ,,,„1 N n _N ro i 14 ;;;; ;;: I I i I. INN, ,'r ;;;; NiI i I I � i f M! N 812 f2$sIN1 p N1 : Ir r . 2 jR NIS av I N N if V 1N4I7411 21 O N ^ i °QNp NIN ',7., 7, 9yN rn F RrRNI . I R _. ltil ! 1 HAlupi_ .1 a18. 000 .$ it' n o. a m fll I�t 0I0I 8OI o L- ▪ n0I _1 1 { l o _ 11-1'14112"'41 + '134 wwww. ww 2wlwwww1 w w wW ro8oO ,,bblb+ ' �I.....7!•.:1 mh f,x p 01-0 0Ela I� Ng I I N p FF F3 -'774^^ ImoI 12-8e,. 88$ mm � o a aE.4 (2cNI21 1 mI mmmmm .7 > < I Ii o _-1-61,-L.!:21--:21- Ia QI I 1 I ' . I 1 �j N W �O - tp . N N- '.1,T,'2.',..t fn .._. -_-m m-. rni.... m m 1To,.NN� 1 I I I i ! m IS 1 igi N ;;;; m 7 trn nr t rnn I._ 'RATA ! }....;;;; ;;;; 6 N N� Ci -. __. .. {'JtCo�C(�1 .__ w 1 p 1 ,—,010-. 10-0,001 ,2 ,..!,,,I,N N NIN o O 1" 1 � =1p "§ lh h h hl h P.12121 r'---'i--ii : Ih h F-'1-14=2:.,:-4%-2 P1 , r r 1-,72,P)-2-: '..[L x m¢ 21 mOI n l Il m. mil 1.:54,.,<.1 m .I ▪ ImI4 I I I : ;171 ,_I, D+L+S CTP 14189 Betahny Creek Falls LOAD CASE (12-12) (BASED ON ANSVAFBPP NOS-1997 iSEE SECTION 2.3.1 221 231 3 71 3/A K... ..... ) L > ....... c 100.(0 g B khny Fab >..__.__.�.> BOLOS - - .... _.... .._ 080:(Con tent) 'Section .. Cr .. __.KCE 0.35(Constant)t) :Seth 3.7A 5 ..._. ._ ._. -_ ... .CI(F0) Cf(Fc) ;1997 NOS Cb 1V Sechon2310 _-_-__- B ndtg Cane See S Rep. --__y Cd.(F6) Cb Ca(F) Eq 371 _.. NDS 392 MaxII tluratbnd bonfaclwclp dar SW Grade Width Depth 5peaoHetgM Letd Vey Load Ho Load =1 0 Coad @ ate Cd(F6)Cd(F) ClClCrE F perp FE E Fb' Fc perp Fc• F F' fc (c/Ft S . lb/ .e _.. ... ..... H- ._: m 1 P1 Pe Plf (Fla)I05 pal P Pe.... 0s Psi p5 PP p5 ....4s 439 OF .,0'....044.76...).0000 H-F Stud 15 35 > 16 7]083 30 4 1340 0 0 9916 : 1993 4 1.00 1 15 1 1 1 05 1.15. 675 405 1800. 1 200 000 854 506 966 515 42 441 22 440.32 1005 00.06) 0.000 H-F Stud 15 3.5 16 9 309. 1340 0 09966 19934 100 1 1 t1 105 115 675 405 I 800 1200000 854 506 965 3]8.09 36090 340.32 1000.00 0.000 H-F Sid 15_ 3 5 12 9 20 9 1785 0 0 9947 2650 8 1.00 1 15 1 1.05 1 15 675 405 LL� 800 1 200 000 854 506. 966 478 95 ?40 22 340 0i 0 60 1 000, 0.000 15 25 H-F Stud 3 5 12 8 28 3. 2070 0 0 9921 2993 d 1.00 1 1 1 1 5 1 1 1 05 1 15 675 405 •800 1200.000 854 49 95 506: 966 4 395 22 394.69 100' 0.00 0.000 0-F Stud 1.5 3 5 12 6 2528 3 2070 0 0 9953 26516 100 1 15 1 t 1 OS 1 15 675 1 405 800 1200500 8545 506' 966 449 95 39522 39429 100 0:00 0000 FI-F Stud 1.5 3 S 8 8 25 28 3 3100 0 0 9921 3986 1 100 1 15 1 1 t 05 1.15 675 405 800 1200.006 854 5061 96c 449 95 395.22 393.65 100 0.00 0.000 SPF Stud 15 3.5 16 :]]083 264,; 1695 0 09952 20918 100 1 15 t t 1 N 115 675 425 725 1200000 854 5311 875438 51542 43152 430.48 100 0.00 0000 OFF Stud 15 35 18 9 309;--_1320 0 09944 20918 100 115 11 105.115 675 425 1 725 1200500 854 531:875438 37809, 336.12 335.24 100 0.00, 8000 SPF Stud 15 35 12 ; 9 309] 1760 0 09944 2]691 100 115 11:105 115 675 425 725 1,200,000 854 5318]5438 37809', 3361] 335.24 100 0.00 000 SPF S 25 d 1.5 3 5 16 8 2528.2 1525 0 0 9957 2091 1 00 1 15 1 1 105 1.15 675 425 725 1200,006 854 531.875438 44995 38813 38].30 100 0.00 0 6000 SPF Stud 15 35 12 825 283. 2030: 0 09925 2/691 1 100 tic t1 1055115 675 425 725.,, 'F1200,005.- 854 531 875438 44995 38813 386.61 100 0.00'. 0000 ._.. .._. SPF Stud 15 35 B 825 283: 3050 0 0995741636 100 115 11 105115 675 425 725 1,200,000 854 531 6]5439 N995 38813 38].30 100 0.00 0.000 0. 31324 I00tt0 H-F#2 1 5 5 5 16 ;])083 16 8- 3132 0 0 24081'5 1 3 1 15 850 405 1300 1206000 1271 506 1644 5 1378 83 103158 506 18 0 45 000 0.000 b > 100 115 13'110 115 850 405 1300 1300000 1271 506 16445101145 83].57 506.18 MCO 000 0.000 H-F 62 15 55 16 9 196. 3132 0 03652 31324 0-F 82 15 55 16 8.25 18 0 3132 ....0� 02858 3132 4 1 00 t 10 1 3.t 10 1 15 850 405 1300 1300.000 1,2]1 506 1644.5 1203 70 946.77 506.18 0 53 000 0.000 -__ .......0: 050 SPF 82 15 . 5 5 16 7 7083 16 8: 3287' 0 0.2737 3287 1 1 00 1 15 1 3 1 10 1.15. 815 425 1150 1,400,000' 1,308' 531 1454.75 1484 89 1015 45 531 23 0 52 000' 0.000 SPF#2 1.5 55 16 . 9 196- 3281 0 03905 _. 32871 100 115 13 110,315 I 875 1 425 �1150.1400000 1,308 531 1454 75 1089.25 850 16 53123 0 6 0.00 0.000 SPF#2 1 5 5 5 16 8 25 18 0 3287 0 0 3158 328]1 100 1.15 1 3 1.10 1.15 875 425 (1150 1.405005 1,308:, 531 1454 75 1296 30 945.38 531 23 056 0.00 0000 SPF Stud 15 35 tE 1457 500 545 0 0 9913 20918 100 115 11 105 115 675 425 725 :1200000 854 531 875 438 14426 13902 138.41 100. OAO 0.000 • SH 15 55 16 19 415 1450 - 0 09917 ._._32871 1.00 115 13:110 1.15. 875 425 11150 1,400,000. 1,308 531.145475 24440 235.32 234.34 108_000: 0.000 HF 82 15 SS tE 19 a1.5. 1360. 0, 08969 31324 1.00 115:13:110:115: 850 405 1300'1,300000--�1,2]i 5061 16445 256.94 220 14 219.80 100 0.00 0.000 Page 1 D+L+W CT#14189 Satohey Creak Flls :LOAD CASE......... (1213) (BASED ON ANSV888PA NDS-1997)._ .SEE SECTION ,.,.231 231 : 231 : 371 371 ' Ke 1;00 Deg B cl3 ng Facto DOLeW ....... ._. ........ 080(Con t)>...Sectron 87.15 ....- -... --_ 1 CF ! _-- KCE 030(Cocos t)> Seco 3.7.1.5 .._ .... .._.. .._ ..... • ...._ ..... Cf(b) C((F) 11997 NDS Cb (V > SMan.310.. 8leah 8 Come Sire Site Ree __-- _._ ,Ctl.(Fb) Cb .Cd(Fc) !E.A 3.7-1. --- ..e NDS 392 M W l'duratio d borifactorfecto --- SWd Grade Width Depth Spaar�HeIgM Le/d;Pert.Load Hor Load 1.0 i),pad 0 Plat Ctl(FD)U for Cl Cl Cr i FE !Fc pary Fc E i Fb i Fc perp F Fce h P k ic1F IE RN ... P.'_ pa _..Pa Ps P Pa �,.. PN Psi. Psi Fb'(1 icJFo) ct FSWd 15 35 16-7]083 264; 10]5 7.1;_-.6,:4:r...,, 19934 1.60 100 11:105 1,15 675 405 800 /200000 1366 506 840 :'. .?'2.... 42708 27302 064 3]6.]8 0586 14-F Stud 1,5 35 16 , 8 309; 145 8.6 09998 : 26538 , 1.60 1.00 11:105 1,15 675 405 800 1,200.000. 1366 506-. 840 378.0' 3339Q 2174 06],337.62 0.665 HFS .5 3 d 1 5 ] 12 5 28 3 1940 816 0.9998 2657.8 1.60 100 1.1';1.05 1.15 675 405 1 800 1,200.000 1365 506 840 449.055'- 33499 217.14 0.65T 36537 0 585 H-F Stud 1.5389 B] 2]1 35 16 825 263 970' e.3 09943 '; 19934 1.60 100 11105 1.15 675 405�800 1200000 1,386 506 840 44995 38181: 24635 064 361.3] 0.585 HS-Stud 5 3.5 12 8.25: 28 3: 1425 83 ... ... ...271 1 . 0 897d 2657.8 1.60 1.00 1.1:1.05 1.15 1 675 405 800 1,200.000'. 1,3061 505 840 449 99543 0 71 211.03 0 500 N F Slud 15 3 5 8 ''; 6 25 28 3 2355 8.13 09981 3986.7 1.60 100 1 1 1 05 1.15 I 675 405 800 1.200,000: 1,366 505 840 44995- 384 8] 29905 0 78 180.69 0 394 SPF Stud 1.5 85 16 7 7083 26.4' 1060 9.71 09971 2091.8 ' 1.60 1.00 1.1 I1.05 1.15]675 425 725 1200.0001 1.3661 531j161 25 51542; 415 53 26921 0.65 376.78. 0.577 SPF Stud 1.5 3 5 . 16_ 9 9 30 : 700 8 46 0 9115 i 2091 8 : 1.60 100 1.1 1 05 1.15: 675 425 725 1200000'; 1,366 531: 761 25 378.09: 328 30 17778 054;447,52 0.618 __. SPF Stud 1 5 3.5 12 9 30 9 1960 8.46 0 9931 '' 2789 180 100 1.1:1.05-':1.15: 675 425 i 725 1 200000 1,366` 531 76125! 37898; 328 30 21429 ass 335.37 0.567 SPF Stud 15 35 16 825 283- 960 8.13 09970 . 20918 1.60 100 11:105 115 675 425 725 1.200000 1366 531, 16125 44995' 37635 24381 065 361.37 0571 SPF Stud 1.5 35 12 825 283- 1405 8.13 09952 27891 , 1.60 100 11 105 115: 675 425 1 725 1200000: 1,366 531 76125 44995j,.. 37635, 26762 071 271,03 0490 SPF Stud 1,5 ' 3.5' 8 8 25 28 3. 2320 8.13 09958 4183.6 1.60 100 1.1 105�1A5] 675 425 725 1,200000 1366 531 76125 449.95 376 35 29460 0 78 1813.89T 0.383 :,H F 02 1.5 5 5 16 :7.7088 16 8: 3132 9.7131324 0 3909 1.60 3 100 1 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378 83 969.91: 50618 0.52.152.66 0119 HH F#2 1 5 5 5 16 9 19 6: 3132 8 46 0 5743 3132 4 160 100 1.3:1 10 1 15'850 405 11300•1300000. 2,033 506 1430 1011 45. 804 50 50618 063 181.23 0178 __. .__... H F 82 1.5 5, 16 ; 0.25. 18.0' 3132 8.13 0 4411 3132 4 1.60 100 1,3:1 10 1 15�850 405 133 00 1.300,000 2 033 506 1430 120310, 899.18 50618 056 146.34 0.124 SPF#2 1, 55 i 16 :7.7083 16 8 3287 9.71 0 4327 - 32871 160 100 1 3 T1.101 1.15 i 875 425 i 1150 1 400.000 20931- 531 1265 1484 89 910.30, 53123 056 152.58 0.114 SPF#2 1, i 5, 16 : 9 19 6 3287 8.46 0 6033 3287.1 ISO 100 18 1.10 1.151 875 425 I 1150 1.400000 2,0931 531! 1265 1089.25 80608 531.23 0 66.181 23i 0.169 SPF 02 15 5 5 16 8 25 18 0 3287 8.13 04790 32811 i 160 100 1 3 i 1.10 110,115 . 875 425 '1150 1,400.000 2,093 531 1265 1296 30 884.69 53123 0.60 146.34. 0118 SPF Stud 1, r 3 5 1 16 1 14 57 50 0 70 8.46 0 9957 2091 8 160 1 00,1.1 i.1.051 i 15 675 425 725 1200,000: 1,365 531 761.25 144 26'' 138.14. 17 78 0 13'#ppppp' 0 979 SPF#2 1.5 5 5 16 19 41 5: 660 9.71 0 9941 32871 1.60 100 1 3 1.10 1.15 875 425 1 1150 1,400000 2 093 531 1265 244 40 233 80 106.6] 0.46'92702 0 786 H-F#2 : 15 55 : 16 : 19 41.5_.._ 600: 9.71: 0.9921 : 3132.4 1 1.60 100'1.3:1.10,1.15 850 : 405 1300:1,300,000' 2,038 506: 1430 226.94 219 02 9697 044 927021 0.796 Page 1 • • DFL♦W+.55 CS814188 Betahny twit Falls LOAD CASE (12-14) ..._ (BASED ON ANSPAFSPA NDS-199])....._. ;SEE SECTION. 2.31 23.1 231 371 37.1 .._ Ke 1 00 Design Buckling Factor :. .... DaL WF32 - .. - ........ -.. .. ......_. ._. .... _._ _-L. _._- ..... ..... ... c 0.80(Constant)> Section3]1 5+ +.. _.._ Cr ....._:_ KCE 030(Constant)> Section 3 71 5 - ._... --. JCI(FS), :CI(F) :1997 NOS _... Cb (V ) > Sedwn2310 ..-. Bending Comp S_-._a Rep. __- Cd(Fb) Cb 'Cd(Fe) Ey.371.____ NDS 392 M Wall!duration dwa6wMad fades - -- - -- - ' Stud Grade Width Deplh'Spacing Height Le/d vert Load Hes Load 1 0 coed�Plate:Cd(Fe)Cd{F J I Cf)�Cl Cr � F psi Dsi F FE F perp F F F fi; 1cff' Po ib/ � ... ._. i.. i.. ) n n m fl pit1 psf 0s 1, Ps ...pa 15 4 27 psi Fb(1 ic0. 9 HFStud 15 35 16 :]7083 264 1095 9]1 09962 19934 160 115 11 105 115 675 405 _BDO 1200000 1366 506 966 51842' 44122 1]8.10 083 3]6.78 0.599 H-F Stud 1 5 3 5 ifi 9 30.9 765 Bab 0 598E 19934 1 60 1 15 1 t'.1 0 1.15 675 405 800 t 200 000. 1 366 506 966 378.09; 340.90 19129, 0.51.467.52 0.674 H-F Stud 1.5 3 5 12 9 309 1980 8 43 0 9969 2653.4 t 60 1 15 1 1 1S5 1.15: 675 405 800 1 200 000' 1.366 506 966 378.09' 395 22 21905 063:33664: 0 564 HF Std 1.5 35 112 825 283 405 8.13 09959 26538 1.60 115 11.105 115: 675 405 800 1200000 1,366 506 966 44995, 39522 27526 070271.0] 0.596 H-F Stud IS 3 5 12 : 8 25 28.3 1445 6.13 09959 2657 8 1.60 1 15 1.1 1.05 1 15� 675 aD5 800 1.0 000 1 366 506 966 449 95� 39522. 2'/5.24 0.70 271.03 0 511 H-F Stud 1.5 3 5 8 8.25 28.3 2396 8.13 0 9960 3986 7 1.60 1 15 1 1:1 05 1 15 875 405 600 1 200 00E 1,366` 506 966'449 95i 0. ,.. � ,__. 39532 ?03A9 On:180.69 0;605 SPF Stud 15 35 16 770k3 264- 1080 9.71 09935 20916 '60 115 111 1 05 1 15 675 425 725 1[00000 1366 531 875438 51512.... 43152 27429 0.60 376.78 0584 577 Stud 15 35 16 9 309 760 846 09988 20918 160 its 11 105 115 675 425 725 12D0 00 1.366 531 8)5438 378.09_ 336.17. 19302 0.57.447.52. 0.669 OFF Stud 1 5 3 5 112 9 30 9 1140 8.46 0.9944 2789 1 160 1 15 1 1 1 05 1 15 615 425 725 1 200 MO 1 566 531 875 438 378.69i 33817. 217.14 0 65 335.64 0577 SPF Stud 1.5 3 5 16 a 20 28 3 975 8.13 09952 2091 8 I 1.60 1 15 I 1 1 051.15 675 425 725 1.200,000 1566 53' 875 438 44995 38813 247.62 064'361.37 0,588 72. SPF Stud 15 35 112 . b25 283 1430 8:13 09952 27891 1.60 115 11 105�t 15 675 425 725 1200 ON 1,366 531 815438 44995 38813 2]2.38 070 271.03 0.503 8 ...._ 3 SPF Stud 1.5 A S 8 8 25 28.3 2380 8:13 0 9922 41836 180 1 15 1 1 1 05 1 15 675 425 725 1 200 000 1 366 Sit 875 438 449 95 69 0 398 ..... ..;.._. 388 13 29968 O]7 180 . HF#2 1.5 5 5 16 X 7 7083 16 8 3 32 9.71 0 3,93 31324 11 60 1 15 1 3 1 10 1 15 BSO 40.5 13D0 1 300 000 2.033 SDb. 1644 5 137883, 1031 58 598.18 049 152.58 0.119 H-F#2 1.5 55 .6 _._._ _ ._.18 '9 0. 3132 :9 46 0 100 3132 4 1 60 1 16 1 3: 0 1 5 850 405 1300 1 34/0 000 22 033 506 1644 5 001145. 637 57 50,18 060 181.23 0.1]8 H-F#2 115 55 1fi e 1A 0: 3132 8.13 O<100 31324 1.60 115 13 1 110 1 S 850 405 1300 1300000 2.033 506. 1641.4:1203.71c. 946]7 50.18 063146.34 0124 475 148489 101545 __. 52.5 01.4 SPF#2 1 5 5 5 16 7 7083 16 P: 3287 9.]1 0.3872 3287 i 1 60 1 15 1 3'.1 10 1'5 875 425 1150 1 400 000 2,093 531 10' 53123 0 52 152.58 0.114 SPF#2 1.5 • 55 16 : 9 19 fi 3287" 8.4fi 05595 '. 3267.1 160 115 13:110 1.15 P75 425 1150 1400000 2.093 531'1464 75 1089.25 850.16 53123 062 181.23 0169 SPF#2 15 - 55 116 825 180 3287 8.13 04342 32871 1.60 115 13:110 115 875 425 115D 1400,000 703: 531.1454.75 1296.30 945.38: 531.23: 0.56146.34: 0118 SPF Stud 1 5 : 3 5 16 14 57 50 0 7C 8.46 0 9955 , 2091.8 1 60 1 15 1 1 1 0 1 15 675 425 725 1 200 000 1,366 531 875.43/3 144 26 139 02 17.78 0i3#4/141##+ 0.979 . SPF#2 1.5 5 5 16 19 41.5 600 9.71 0 9901 32871 1.60 1 15 1 3:1.10 1.15 870 405 1300 1A00 000 2.093 531 145075 224.94. 235.32 196.97 0.45;927.02, 0.186 H-F 42 15�� 55 16 ' 19 41.5 600 9.71: 09901 31326 160 115:13':110 1.15': 650 : 405 1300:1300,00 2,033: 506: 16445 226.94: 22p.t4- 96.97' 044:927 ��-0.796 • Page 1 D+I+S+SW C1414189 Befahnp Creek Falls :LOAD CASE 1 (1215) -._ (BASED ON ANSUAF&PANDS-1997).........L SEE SECTION. 2.3.1 2 31 2.31 37.1 371 Ke 1.00 Dg Buckling Facto ' D+L+S+W/2 • - __. ......... __.._ ....... i ___. .._.... < c D eo.(C scam)> Seclb ]n 3 1 5 Cr - " KCE 030:(Constant)> .Section 371.5.... < .. N < 1 .._ Cf(FD) Cf(F) 11997 NDS .._ _ Cb ) Sec6Pn 2 3.10;--_ BaMiry Carp Sae!Sas 12,0..412,0..4 < __-.-- Cd(Elk_Cb Cd(Fc) Eg 3]1 -- - NDS 392 M N W d hon duraboMactor/actor � -` Stud Grade Web Depth Spic HerghO La/0 i Veit Load Hor Load 1.0' load 0 PlateCd{Fb)Ctl(F r3 CI Cf CrFb Fcpeg,:Fc E Fh' Fc perp Fc• Foe F ScIc2F'c 64 10/ i ... ... ... e) n 7- .P6 psi P6 (Fb3 SFO psi 0 P ... 00 .1?3i. pa Ps per ...4w 339 psi 9 Fb(1 fro 409 H-F Stud 1 5 1_ 3 5 16 :7.70&3 36 4 1970 4 825 09935 1993 4 160 1.15.....11:105 1 15 675 405 800 1200,000: 1,366 506 966 37502 34020 24635 072 188.39! 0 470 H-F Stud 1.5 35 16 9 309: 970 4.23 09923 1093 1.60 115 11 105 1.15 675 405 t 800 1200000. 1,366 506: 966 37800 340.90 246.35, 0.72 223.76: 0470 H-F Stud 1 5 3 5 12 9 30.8 1380 423 0.9976 26578 1.80 1 15�1 1 1 OS 1 15 675 405 600 1200.000_ 1,368 506: 966 3]8.09' NO 90 282.88 0]].16].82 0.103 H-F Stud 1 5 3 5 16 8 25 28 3: 1195 4 065 0 9960 1993 4 1.60 1 15 1 1 1 05 1.15 675 405 600 1 200 000 1,366 506: 966 449.95: 39522 30349 077:180.69. 0406 1 1 .....< ..... H-F Stud 1 5 : 3 5 0 825 28.3. 1680 4.065 0.9990 26578 1.60 115 1 05 1.15 675 405 000 1200,000 1.366< 506_ 966 44995 39522 320.00 081 135.51 0.263 H-F Stud 15 : 35 8 � 825 283� 2665 d065 09999 3986] 160 115 11.105 115 675 �405 800.1200000 1266 506 966 44995i39522 338.41 0.86 90.34 0267 SPF Stud 15 - 35 16 x]7083 26.4• 1316 4.855 09907 20918 160 145 14 105 115 675 425 725 :1200000 1366 531 875.438 515.42 43152 333.97 0.77:18839 0392 SPF Stud 15 35 16 9 309 965 423 0 997 20918 160 115 1.1 1.05 1.15: 675 425 : 725 1200.000 1366 531 875.438 378.091 '33617: 245.08 0.73'223.76': 0466 SPF Stud 1 5 3 5 16 - 9 308: 137016 .065 0 9922 2791 1 160 1 15 1 1 105 1.15 675 425 725 1200,000 1366 531 875.439 378.02. 38612. 299.98 0.78 180.62 0.396 SPF Stud 15 35 12 825 283: 1660 4065 09972 27918 160 115 t1 1051.15 675 425 725 1.200000 1366 531 875.438 449.95 38813 31619 077.E135.51 0.334 SPF Stud 1 ': 35 12 825 283: 1660 6065 099]3 27891 160 115 it:105115 675 425 725 :1200000 1,366 531 875 438 44995 38813 316.191 O81:13551< 0334 .._. ..., 4 SPF Stud 1 5 ' 3 5 8 8 25 28 3 2630 4065 0 9969 4183 6 160 1.15 1 1 1 05'1 15 675 425 725 1,200,000 1 366 531 8]5.438 449 95 386 13 333.9] 0.8C 90.34 0 257 H-F#2 1 5 5 5 16 1 7 7083 16 6 3132 4.855 0 3001 31 4 160 1.15 1.3:110 1 15 850 405 1300 1300.000. 2,033 506: 1644 5 137863: 103158 506.18 049; 7629 0 059 .._._.__. H-F 42 1 5 5 5 16 : 9 19 6 31313 2 4 23 0 4544 3132 4 1.60 1 15 :1.10 1.15 650 405 1300 1300.000. 2033 506: 1604 5 1011.45 837.57 506.18 060: 90.61 09 . 0.069 0.082 1.5 5 5 '6 8 25 18 0 3132 4.065 03479 ; 31324 ..1 60 1 15 13 1.10 1,15< 850' 405 1300 1,300,000'1....2.033 506 1644.5 1203 70l. 06 .,_94677 5 .18 053 73.17 0.062 SPF 82 15 55 16 77063 168 3287 4 855 03304 32871 160 115 13'110 115 875 425 1150 1,400,000< 2093' 531 145435148489 101545 531.23 052 76.29 0.057 SPF 82 1 5 : 5 5 16 - 9 19 6 3287 4.23 0.4750 3287.1 160 115 13.110 1.15: 875 425 1150 1400,000 2,093 531 1454 75 1089.25 85016 53123 062, 90.61, 0.085 SPF 82 1 5 : 5 5 16 : 8 2518 0 3287 4.065 0 3750 1 3287 1 , 1.60 1.15 1 3 1 10 115 875 425 1150 1.400,000 2,093 531 1454 75 1296 30. 94538 531.23 0.56 73.17 0 059 SPF Stud 15 3, ' 16 ...14 57 50.0' 255 423 0.9959 2091 8 180 1 15,,......1 1 1 05:1.15 675 425 725 '.1200,000 1266 531 875.438 144.26 13902 64 76 047 58643 0.779 SPF N2 1.5 55 5 16 _ 19 41 5 9350 4 855 0 9925 32621 160 1111 50 1 3 1 10 1 15 875 425 1150:1 300 000 2.093 531 1454]0 222446/0 235 32 151.11 064 463.51 0.580 H-F#2 1.5 .5 18 19' 41.5: 865: d.856 0.9970 3132.4 1.60 6'1.3 1.10 1.15 650 405 1300 1300,Op0: 2,033: 506.E 1646.5: 226.94' 220 t4 139.80: 0.64463.51� 0.590 Page 1 D+L+S+.7E C7614189 Belahey Creek Falls LOAD CASE (1216) (BASED ON ANSIIAF8PA 1405-1997) a SEE SECTION 2.31 231 231 371 : 371 - Ke 100 Design nt)>g Factor .... 13+L+S+0/1 4.... .,..._._. ' ., s-.._... ;..._. ......._. __._._. ...__. _____. _......... c 0.80(Constant)> Section 3 t 1 5 Cr KCE 030(Constant)> :Sect on 3715 Cf Mb) Cf.(Fc),_ 1997 NDS_ CS > :Seclon2310 a ndin9 C P Sae Rop ...... :CE Lb) Cb �Cdfel.__-�.EO 3]1 -. (Vanes) ._. -- -_ Nos 3az'"nlaR wall duration duraboafeclor:raew use 4 Sled GradeWid9 DepM Spraon�HeKght Le/d Vert Load H Load' i 0 iaed�Plate CO(Fb)CE(F� Cf: Cf CrFb F Fc_.. E Fe F .-.. ... Palp peep' F F • F k kJF p0 Od P1 Psl 93 {1.1 105 ..673 pay psi 00 Ps P p% 16 mu SisP8 Fb"It ftlF3 H FSbM 15 35 16 _:]1083 264 1415 35] 08883 -__19934 160 115 11:1%•115:6]5 405 i 800 1200,000 -1.366 506 %6 515.42 441.22 3593] 0 8 138.53 0335 ... .._._ _.._ H-F Stud 1,5 35 16 9 30.9 1010 3.5] 09960'_ 19834 160 115 11 1.0S71.15: 675 405 800 1,200,000 1.,366 506 966 37809 340% 256.58 075188.85 0 430 F HStud1.5 35 12 : 9 30.9 1420 3.57 09937 28578 1.6 115 11 105 115 615 405 8801,200,008 1,3% 063 506 966 3]809- 34090 2]48 079 141. 0364 H-F Studd 16 35 16 - 825 28.3 1225 3.57 09961 19934 1800 115,1.1:105 115' 675 405 800 1200000: 1,366r 506 966 44995 39522 311.11 0)9 15868 H-F Stud 15 35 12 825 283 1]10 3.5] 09947 265t80.3]6 5 449 95 395 22 3 71 0 82 119.01 0 315 � H-F Std 1 3, 8 8 25 28 3 2700 3.57 09966 ' 3%6 7 .. 1ti0 115 11 1.60 1.15 1 1,1 t% 115 675 4%05 1 15 675'405.800 1200000 1.366 800 1200000 1,366 SOfi 966 25 506 966 419.95 395 22 342.86 0 87 7934 0 244 , ._ SPF Stud 1 5 3 5 16 ])083 25 4 1395 3 57 09984 2091.8 t 60 5 11-'105.1 15:_6]75 425 725 1200.000 1.366 531 £l5 438 Sts 42 431 52 354 29 0 82 136.53 0324 SPE Stud 1.5 35 16 9 309 1000 3.57: 09916 2091,8 1.60 115 1.1 105:1.151 675 425 725 1,200,000 1366 531 875.438 378.09: 336.17. 25397: 076 1£885 0035842 1 7- 1..__- 115;.15. 6)5 425 725 1,200 000 1366 531875438 378.09.. 336 1] 2685] 080 141 63 SPF Stud 15 35 i2 9 309 14/0 3.57 09962 2]891 160 t'S 11 105 SPF Stud 1.5 3.5 16 8 25 28> 1210 3 57 02932 3091.8 1 60 1'5 1.1 105 1.15 675 425 725 1 200 000 1,366 531 875 438 44995' 38813 32120 0 79 158.68 0.366 s 12 82 SPF Stud 15 .,.. � 28� 1690 3.5] 09940 „2]891 160 1'S 11. 105115 675 • 425 725 1200000 1,366 531.875438 649.95' 38813 321.90 083 11901 0.3% SPF Stud 1 5 3 5 8 8 25 28.3. 2670 3 57 0 9987 4183 6 1.60 t'5 1/ 1. 115 675 425 725 1 200,000 1,366 531 875 438 449.95 388 13 339 05 0 87 79.34 0236 HF#2 1.5 55 16 770A3 16.8. 3132 357 02844 31324 1.60 115 13:'10 115 850 405 1300 /3000002,033 506. 16445 137683 103158 5%.18 049 56.10 _ 0.044 61-F e2 1 5 5 5 16 9 19 6 05 3132 3.57 0 44 3132 4 1 60 1 151 3 1 10 1 15 850 405 1300 1,300,0D0 2,033 506 1644 5 1011 45': 837 57 506.18 060 ]6.47 00.075 . H-1-k21 5 5 5 16 8. to 0. 3132 3.57 03404 3132.4 1. 1 15 1 3 t 10 1 15 850 405 13110 1300,000 2.033 506 1644 5 120370 945 77 506.18 053 64 26 0055 SPF#2 1 5 5 5 16 7 7083 lb 8 3287 3,51 0.3154 3287.1 1 60 /'5 1.3 1 10 1 15 875 425 1150 1400000 2093 531 1454 75 1484 89 1015 45 531 23 0 52 56.10 0042 SPF 82 /5 55 16 9. tab 3287r 3.57 04618 3287.1 160 1'S 1.3 110 115 875 425 -1150 1,400,000 2,093 531 145475 1089.25. 850.16 531.23. 0.62 76.47: 0.071 5 SPE#2 1.5 5 16 8 2518 0 3287 367 03678 ? 3287.1 1.60 1.'S 1.3 1 10 1 15 875 - 425 1150 1,400,000 2293 531 1454.75 1296 30 945.38 531.23 0 56 64 26 0052 SPE Stud 15 35 > 16 14 5] 500. 285 3.57i 09981 20918 160 115 1.1 10 115: 675 t 425 /7 1200000 1,306 531 875.438 14426 13902 72.38 052 494.93 0.727 SPF#2 12 5 5 16 ': 19 412 1020 3.57 0.9910 32871 160 1 15 1 3'1 10 1.15 875 r 425. 1150 1 400 000 2 093 531 145475 24440 235 32 16485 0 70 340.83 0 500 H-F#2 1.5 25 : 15 19 41.5 945 3.57', 0.9939 3132.4 160 - 1.15 :1.3 1 10 1 15 850 405 ':1300 1 300.000: 2 033 505 1644 5 226 94: 220 14 152.73 0 69 340 83 0.513 Page 1 •.. ISO Nickerson St. ./azi ENGINEERING Suite 302 / 98109 Proiect: *.t t .....= t "..7-, Date' (208)2854512 FAX Client: ., Page Number: (206)285-0818 1110111A. r le-) tfwiz) 67-54-, is. -RR_ .2, ovt)(40.1-ts -7.- 36 wkil-- fik ‘ Wz_ (44-016) Ae, :-.__• /bp Af. -51tal -4404 1.0 1, k5i> IV 2000 7 . 457 44- .14 -e , '• , E.-. . p- q30 4- 2-n.0 4-54;05 7,-. 4fic , .: L, ..... -47-ovff i z, lb - 2 :3k Structural Engineers I 284 Nickerson St. ENGINEERINGNM Suite 302 Seattle,WAi N 7RIL9 Project: y@ 'w" Date! (20 ) 285=4512 Client: Si M PL' Pi./ 1.r Xy- Page NumberFAX; (206)285-0618 ht-i-900445. itt.-UtS 11410(F' 3 ,w o , Cis 4- e5c...._C \ 1 �+' C.I.,AiSSS 100 , sC _- i x L1Aj j„ 1o\7 1. / 6,4‘) Tit) tb )\ ' 1ST D it `` . 5 gyp) _ 4 4 245-s1 / ° )t _` ' - 6 .0 Y-- ' ,~ S4,, 3 CZ a ;�- I e „)PS .1" 4. )5,51.k... , tl v4 evkA i5e6,*;_��" 'r1Je i 'i 1Ii )'x.54 a .. Structural Engineers 180 Nickerson St. C T ENGINEERING Suite 302 •{{��//����,(�,�1�, t 1 N C. nn � > Seattle,WA ProjectLIP !"""YfJraf)..._,r _ • ®oG Date: ,v11. 09. l (206)9285-4512 Client: 2012 ;SX6-/ 2��8 SDPwS `--l7tJS FAX: !!! Page Number: (206)285-0618 • _ � SSP Wt►'lD . - 2)4Pt4 :.$x .$ ``0 60 _. . n .t 44 14- V CO; 33 ' s r R. a T a ° 9.- 3Z`` 9'2 _,� i� r S '7-77--7.7-77-71777.7.7-7-2T-7-77---4; _�. e4 4 aeV,. s1 2 �� �,trz� ;� �,. r ,7'4 41 - : 1:2. _ Hi . 416 : �z,zr - 1 � ,_ •IL e AV', r : • -f � er V °S Thi Al 0,,42 L / _4�F-- i��2` '(2,,(,.. : 1 ,,_ ,�07- tl �i tsoEO3 „ _ , , i -. --fit ..�w -� _ - -- - t - D .a ' _: _, __v_ i tI fk ,, �2C , w}+p�R. 7 N X, 21 ' tet e G f { AIA ' �/J, Structural En sneers G�SDPwS 3 --� ^� h�� 'V Design Maps Summary Report Page 1 of 1 gg ,; Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III lfa5r ,;41'3# � �.� ; i 3 J .,11- ' "f'LL„ m y ilwitikie ` 4 'd "tgar' r..1 , .Lai Oswego G2 15 #age �t st e GMa,,*t>uesi USGS-Provided Output Ss = 0.972 g SMS = 1.080 g Sos = 0.720 g S, = 0.423 g SMI = 0.667 g S°1 = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MIR Response Spectrutri Design Response Spectrurri 0 22 1 1 0.21 72 0 22 0 04 0.17- 0.50 124. 0 42 21 0 Ent 0,52 1. 040 $' R.44-.. 0.22 x.11 21 0 22 0.10 0 11 0,00 0 06 00 0.40 0.2. 0.40 0,50 2,20 1.00 1.20 1,412 1.20 1 20 2.00 0.00 0,20. 0.40 0.52 0.00 1 C-42 1.20 1.40 1,03 1.04 2.00 II`(sat) Pitriod.I(sac) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14253: Plan 2613 Step# 2012 IBC ASCE 7-10 1 RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W htto://earthquake.usqs.qov/research/hazmaps/ http://ceohazards.usgs.uov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) FN/= 1.50 Figure 1613.3.3(2) Table 11.4-2 Skis=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM1=F„*Si SMi= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 SDi=2/3*SM1 SDi= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels --- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor 00 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities --- No N/A Table 12.3-1 16. Vertical Structural Irregularities --- No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force Table 12.6-1 Page 1 2012 IBC EQUIV. LAT. FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14253:Plan 2613 SDs= 0.78 h„ = 18.00 (ft) SDI= 0.50 X = 0.75ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.50 k = 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5: Figure 22-15) Cs=SDs/(RIlE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (forT<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(S01"TO/(T2*(RIIE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„x = DIAPHR. Story Elevation Height AREA DL w, w, *h,k wx *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) }'w, *h,k Vi DESIGN Vi Roof --- 18;00 18.00 1280 0.022' 28.16 506.9 0.58 3.21 3.21 2nd 8.00 10.00 10.00 1310 0.028 36.68 366.8 0.42 2.33 5.54 1st(base) 10.00 0.00 SUM= 64.8 873.7 1.00 5.54 E=V= 7.75(LRFD) E/1.4= 5.54 (ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp„ = DIAPHR. F. F, w, w, Fp, = _F; *wp„ 0.4*SDS*IE*Wp 0.2*SDs*IE*wp LEVEL (kips) (kips) (kips) (kips) (kips) w, Fp, Max. Fp, Min. Roof 3.21 3.21 28.2 28.2 4.38 3.21 8.76 4.38 2nd 2.33 5.54 36.7 64.8 5.70 3.13 11.41 5.70 1st(base) 0.00 0.00 0.0 64.8 0.00 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14253:Plan 2613 NS E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)- 30.00 30.08 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - - Building Width='` 26:0 56.1)ft. V o#.Wind Speed ssre 0,0= 129 120 mph Figure 1609 Fig.26.5-1A thru C V asd.Wnd Speed osn epi= 93 93 mph (EQ 16-33) Exposure= 6_.. ,_..B. Iw= 10- 1.0 N/A N/A Roof Type=. .Gable. Gable PS3oA=- -'.28.6 28.6 psf Figure 28.6-1 pssoe= 4.6 4.6 psf Figure 28.6-1 psaoc= 20.7-. 20.7 psf Figure 28.6-1 pssoo= 47 4.7.psf Figure 28.6-1 A= 1.00 1 00 Figure 28.6-1 K.e= 1.00 1.00 Section 26.8 windward/lee='' 1 00 1.00(Single Family Home) X'Ka•1 . ps=),*Kzt'I'Ps0O= (Eq.28.6-1) Psa= 28.60 28.60 psf(LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf(LRFD) (Eq.28.6-1) psc= 20.70 20.70 psf(LRFD) (Eq.28.6-1) Poo= 4.70 4.70 psf(LRFD) (Eq.28.6-1) Ps A end amen 24.7 24.7 psf(LRFD) Pseando,.Rase= 4.7 4.7 psf(LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2'2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (NS) (E-1A0 Wind(NS)(LRFD) Wind(E-W)((.RFD) width factor roof-> 1.00 1.00 0 89: 0.89 16 psf min. 16 psf min. width factor 2nd-> 1.00; 0.89 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA As Ac Au AA As Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 144 0 168 0 128.2 0 469.9 Roof -- 18.00 18.00 4.0 48 0 56 0 48 0 156.6 0 6.7 12.8 3.98 3.96 7.41 7.41 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 18.70 1st(base) 10.00 0.00 0.00 0 0.00 0.00 Ar= 650 Ar= 1307 10.4 20.9 V(n-s). 9.68 V(e-w)= 18.70 kips(LRFD) kips(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14253:Plan 2613 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00 0.00 '0.00 0.00 6.66 6.66 12.84 12.84 2nd 8.00 10.00 10.00 0.00 0.00 ',0.00 0.00 3.74 10.40 8.06 20.91 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 10.40 V(e-w)= 20.91 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 6.66 6.66 12.84 12.84 5.16 5.16 9.95 9.95 2nd 10 0 0 3.74 10.40' 8.06 20.91 2.90 8.06 6.25 16.19 1st(base) 0 0 0 V(n-s)= 10.40 V(e-w)= 20.91 V(n-s)= 8.06 V(e-w)= 16.19 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.311 CT PROJECT#: CT#14253: Plan 2613 SHEATHING THICKNESS tsheathing = 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 ASD F.O.S.= 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S. G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) --- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing = 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 0 ® r -1 0 I ROOF BELOW 1 I 4•_0^ 22._0" 11'-A• 1D•-117/8" i 3'-11Y2" 4, 7-05/8" T-03/8" 3'-11}2" 1 0 ® 1 ' .\ 5-04-0 SL N ` 5-0'4-0 SL Qi - EGRESS Rear BRZ EGRESS -- INSULATE FLOOR OVER UNHEATED SPACE Bedroom 3 ® Bedroom 2 T 4t N 4-1 ?�e• .Z�� GUARD RAIL W/6" HIGH ? 1-1 " ti\ 2x4 CURB A7 BOTTOM- • TOP AT+42" A.F.F. 4 6" d 1 3-0" i 6-0�BIPASS `" 45' • ' 6-0 BIPASS ` 0 < N S& P - --- O S & P 1 IN \\8'-7Y2" 3'_SY2�,2-4 HC 24"TBr�`i % N Bath 5•TUB/M 8 & IN os Q SHOWER N i. o Q ® o Q i1 _� � t...1 IA MDF CAP 7x J ( 0 DN -__` % SHELF ABOVE ER s & P N �� a4 UtII Ity I \0 DRYR 2-8 HCW to 1 1 �-� 6-0 BIPASS I '2-6 HCW ' 4'--11Y2" k, 4,-6. i 2-0"i S &P " i-‘72 r"1 122'x30" ,� _ Bedroom 4 -ti) ATTIC 1 m v w ACCESS) co � _ _�� 8 W.I.C.i74I i, _ 2-4 HC S & P '`_J ,---. 24'TO 48•04" /.v '.. I'-<' - g n SHOWER 0 LOW �_ n •_ u - µ1 `-� (WALL N'`�'rn i` 01-.A 11'-Sy" 4'-7Y" '- \ +46" i✓ 1 v w { l A.F.F. ©' w -0 HCW 3'-i^ 2'--8Y2" M. Bath TILE PLATFORM o Master Bedroom +21" AF.F.�� A,_ 44 1-7 5•-6"TURi, 1'5 'tont BATH o »•2-6 3-0I CSMT 2-6II 3-G0 CSMT Front MSTR SAFETY QLAZINGSAFE Y LAZING 1 EGRESS x 2-6 4-6 SH 2-6 46SSH 2-6 6 SH 2-6 4-6 SH I " 3'-9Y4 j, S-0" J, S-0" r L S-0" 1 3'-9Y4" 2'-113/8"} 2'-11Y2" i X 3_65/8.. i i 16.-6)/2" 9'-53/2" i 26' 0• r' /1J 1 1 PLAN 7B SECOND FLOOR 1/4"=1'-0" AMERICAN MODERN 22.-0" 10-0" 12-0" r ROOF r 1/ ABOVE . a s ,.._--- -\ � I I 1 N. 6 16-0 7-0 OH © i' Gar AB 2 "FGar ABWP REMOVED 2x8 FRAMING FOR pz ELEC. PANEL L_ FLOOR ABOVE _J o In 10 Garage N 3•-19/2 WALL FINISH: Yz" GWB BOLLARD r N CEILING FINISH %" TYPE •X• GWB FIRE-TAPE ALL GWB 1 7:4 e ri WRAP BEAMS BELOW CEILING LEVE. S INSULATE FLOOR ABOVE. O ak .J 42"x12" WOOD TREAD MAX. RISER 7" PLATFORM T • e 44 (ADD MORE STEPS AS REQUIRED PER +18" A.F.F. 9_0. —_ 14 SITE CONDITION) oK' ` o��9\' 18'-01/2" GUARD RAIL WITH 6" HIGH ®2x4 CURB AT BOTTOM- ` - `O 3 TOP AT+36" ABOVE NOSI Rear Kit/G ri ; ♦-♦ -•-•--r' Patio ` ,-----_ -" , i .._ ___ F 01 a mN1 2? 44 xfl Q v Pvvdr. — :,1 • V _� Z I OffiM LN I I ` Zi_4'-0" r•-7/2 372 , _w 0 0 ,r1� QI .._.: alop I' 18••x24" CRAWL � I 4 SPACE ACCESS T 2x4 35" HIGH �`-~ Kitchen - o -____ PONY WALL (Ty' _ I.n 01 DIA/L_ A Dining --_ N _1 ,.� O p - 1 a - INSULATE FLOOR N OVER CRAWL SPACE) 8_72" , - M COUNTERTOP = ` L` � 3,''' OVER STANDARD 0 BASE CABINET I +36" A.F.F. NI o r III UL APPROVED 36" WIDE FLUSH BEAM 2X4 I A 2x8 Z IN FACTORY-BUILT DIRECT ABOVE�' r _ 1 VENT GAS FIREPLACE =ry s 2'-0" 2•-73 Q ." 6x6 POST 1 a fillW/GWB FINISH N s Entry , , r'I y 1- II a Living 2x6 39" HIGH 52 �` o m AS APP ABLE II 1 r "' + WALL W/FINISH .-, CONDI`IONS PER SITE © I '„` TRIM AT TOP i 1 ` —' SArETY 'v o SAFETY 1- GLAZING ,� GLAZING --H = iI o? 11" 12" TILE _ 1• ` ` ` }--Q` 20 - HEARTH m 1-6a6-0 F -6 6-0 F.. 1-6,6-0 F ".1- -� '-7%2 2'-Sy2" 2'-By 2'-5' ry MO Front LI 175/ l k t N 1 - ?,-.6�0 SB -6 -OS2- 5-0 S2;6 5-087 ` 3-9Y4k 3-0" k 3'-0" I3'-0" k 3-9/4 Porch i 1 j-1 16•-6y" / ' n < 16 A11 1J IT 3 ,• 20i- t-- -' t4 17•_0• • 7•_11 4 1(ly' \TIONS 26•_7•• y� PLAN 7B FIRST FLOOR SHEET TITLE: LATERAL NS(front to.back-up/down) CT PROJECT#: CT#14189:PIan7A Diaph.Level: Roof Panel Height= " 8 ft. Seismic V i= 3.08 kips Design Wind N-5 V i= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.08 kips Sum Wind N-S V i= 5.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D 0.7 p Qe 0.6D+W perSDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Loi est C U w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RorM U. Uwm OTM ROW U. Us„m Lim,s HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pit) (pit) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) Ext. lefty 256 11.0 '11.0 100 0.15 1.03 0.00 0.62 0.00 1.00 1.00 56 P6TN P6TN 94 4.92 4.56 0.03 0.03 825 5.45 027 027 027 Ext left2 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 OMO 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0o0 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 Ext. left 3- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 00 1.00 0.00 0.00 0.00 OMO 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 OMO 0.00 0.00 Ext. left 4.. 384 16.0 16.0 1 00 0.15 1.55 0.00 0.92 0.00 1.00 1.00 58 P6TN P6TN 97 7.38 9.65 -0.15 -0.15 1237 11.52 0.06 0.06 0.06 - 0 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0. 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext nghtll} 640 43 0 43.0 0 55 0:15 2.58 0.00 1.54 0.00 1.00 1.00 38 P6TN P6TN 63 12.30 69.73 -1.36 -1.36 20.62 8321 -1.48 -1.48 0.50 peri Ext. nght2. 0 0.0 01000000000000000001000009 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3':' 0 0.0 0.0 1.00 .0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. hght40 0.0 '' 0.0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext noht5. 0 0.0- 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 000 0.00 0.00 0.00 0.00 1.00 000 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - -0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 r/0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - C 0. 0.0 1.00 0.00 0.00 0.00 0.00. 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.0 00 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0 0 1 00 000 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0:0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 OMO 0.00- 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - • 0 0.00 0.00 0.00 0.00 •0.00 0.00 0.00 0.00 .0.00 0 0.0 0.0 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 70.0 67.9=L eff. 5.16 0.00 3.08 0.00 nV»,0 5.16 2:VEo 3.08 Notes: denotes with shear transfer denotes perferated shear wall iSB denotes iSB Shear Panel JOB 8:CT#14189:Plan7A ID.Upper Lent*(MSTR and BR4) Roof Level __..... w dl= 150 plf V eq 870.0 pounds V1 eq= 478.5 pounds V3 eq= 152.3 pounds V5 eq= 239.3 pounds V w= 1450..0 pounds V1 w= 797.5 pounds V3 w= 253.8 pounds V5 w= 398.8 pounds ► ► v hdr eq= 31.6 plf H1 head=7` vhdr= 52.7 plf -' IH5 head= 1 'y Fdragl eq=43.5 Fdrag2 eq= 13.8 Fdrag5 eq=27.7 Fdrag6 eq=43.5 1 h Fdragl w= 5 Fdragl 23.1 •Fdrag5 w= -..1 Fdrag•w=72.5 A H1 pier= v1 eq= 43.5 plf v3 eq= 43.5 plf v5 eq= 43.5 H5 pier= ' 4.0 v1 w= 72.5 plf v3 w= 72.5 plf v5 w= 72.51.. '4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 V Fdrag3= '.. Fdra.-- 13.8 feet A Fdragl w=72.5 Fdragl w=23.1 Fdrag7eq= .7 Fdrag8e. 43.5 v P6TN E.Q. Fdrag7w=46.1 FdragBw=72.5 A P6TN WIND v sill eq= 31.6 plf Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 52.7 Of H5 sill= 3.0 EQ Wind I 3.0 feet OTM 6960.0 11600.0 - feet R OTM 25310 30628 V UPLIFT -741 -769 Up above 0 0 Up Sum -741 -769 H/L Ratios: L1= 11.0 L2= 2.5 L3= 3.5 L4= 5.0 L5= 5.5 Htotal/L= 0.29 4 ► ,4 I.4 41 ►4 ► Hpier/L1= 0.36 Hpier/L3= 1.14 L total= 27.5 feet Hpier/L5= 0.73 0.90 L reduction SHEET TITLE: LATERAL NS(front to back-up/down) CT PROJECT#: CT#14189:Plan7A Diaph.Level: 2nd Panel Height= . 9 ft. Seismic V i= 2.23 kips Design Wind NS V i= 2.25 kips Max.aspect= 3-5i SDPWS Table 4.3.4 Sum Seismic V i= 5.30 kips Sum Wind N-S V i= 7A0 kips Min.Lwall= 2.57 ft. per SDPWS-2008 pt= 1.00 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Lokent C0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM Rove line 1-1,m, OTM Rom, U. U,,,,,, U,,,m HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pit) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) ''..Ext:"left 1" '0 0.0 0.0 .190 000 0.00 0.00 090 0.00 1.00 090 0- - 0 0.00 0.00 090 0.00 090 090 0.00 0.27 0.27 Ext. left 2 - 0 0 0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0,0 1.00 0.00 0.00 090 090 0.00 1.00 090 0- - 0 090 090 090 090 0.00 o.00 090 0.00 900 Ext. left 3'" 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 00 00 .100 000 090 0.00 090 090 1.00 090 0- - 0 090 090 090 090 090 090 090 090 000 Ext left 4 660 21 5 21.5 1..00 0.15 1.12 258 1.11 194 190 190 123 P6TN P6 172 23.86 17A3 031 020 3331 2090 0.60 0.93 093 0 0.0 0 0 '.1 00 000 0.00 090 0 00 0.00 190 090 0- - 0 090 090 090 090 090 090 090 090 0.00 - - 0 0 0 0 0 1.00 0.00 0.00 0.00 0.00 090 1.00 900 0- - 0 0.00 0.00 0.00 0-00 0.00 090 090 0 00 0.00 - - 0 0.0 0.0 1.00 -0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0 00 090 0 00 0.00 0.00 - - 0 0 0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext nghtl". 660 53.0 53 0 0 91 0:15 1.12 /58 1.11 194 190 1.00 55 P6TN P6TN 77 23.86##### -1-57 -2.92 33.31 ##### -178 -3.26 1.20 pert Ext. nght2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 00 000 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3" '0 0.0 0.0 -.l 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 090 0.00 - - '.0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 090 090 0.00 090 Ext. nght4 0 0.0 0.0 1 00 0 00. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1 00 000 0.00 090 090 0.00 190 090 0- - 0 0.00 0.00 090 900 090 0.00 090 090 900 Extnght5 0 0.0 0 0 1 00 000 0.00 090 090 090 1.00 090 0- - 0 900 900 090 090 900 090 090 900 900 - - 0 0:.0'. 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 900 090 0.00 0 0.0 0.0 1.00 0.00 0.00 090 090 900 100 090 0- - 0 090 090 090 0.00 0.00 0.00 090 0.00 090 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 00 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.000 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 090 0- - 0 0.00 0-00 0.00 0.00 0 00 090 090 090 900 - - 0 0.0 0 0 1 00 0 00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - o 0.0 0.0 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0-00 0-00 0.00 0.00 0.00 0.00 - - 0 0.0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.90 0.00 0.00 090 900 900 1.00 090 0- . - 0 090 090 090 090 0.00 090 090 0.00 0.00 0 00 0 0 100 000: 0.00 090 090 090 1.00 0.00 0- - 0 900 900 0.00 090 900 090 900 900 0.00 1320 74.5 69.7=L eff. 2.25 5.16 2.23 3.08 1.00 �'V„1„y 7.40 2;V,. 5.30 Notes: denotes with shear transfer " denotes perferated shear wall iSB denotes ISB Shear Panel SHEET TITLE: LATERAL E-W(side:to side-Ieftfright; CT PROJECT#: CT#14189:PIan7A Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.08 kips Design Wind E-W V i= 7.71 kips Max.aspect= 3.51 SDPWS Table 4.3.4 Sum Seismic V i= 3.08 kips Sum Wind E-W V i= 7.71 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Lots. C0 wdl V level Vabv.V level Vabv. 2w/h vi Type Type vi OTM Row U„at U,,,,, OTM Ror. Un. U,,,,,n, U,,,m HD (sgft) (it) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) front MSTR' 406 '.5 0 17.0 '100 0.15 2.44 0.00 0.98 0.00 1.00 1.00 254 P4 P4 489 10.15 3.21 1.60 1.60 1935 3.83 3.63 3.63 3.63 0 0.0 0.0 '1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Bath' 234 4.5 9,5 1.00 0.15 1.41 0.00 0.56 0.00 1.00 1.00 162 P6 P6 313 5.85 1.61 1.11 1.11 1127 1.92 2.44 2.44 2.44 - 0 0.0 :0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 o- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0 0 00 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 '.0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0-'1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0 0 OD 1 00.' 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 '0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23' 640 --'9.1. 14.0 1.00 0.16 3.85 0.00 1.54 0.00 1.00 1.00 220 P6 P4 424 16.00 5.11 1.29 1.29 30.82 6.10 2.94 2.94 2.94 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Alley 0 0.0 0.0 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 0:0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 r4 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o 0 0 0 0 1 00 0.00 0.00 0.00 000 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0:0 1 00 '0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 00 .0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 ...1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 00 1 00 0.00 0.00 0.00 0.00 000 too 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0-- 0.0 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00. 0- - -0 0.00 0.00 0.00 0.00 0.00 :0.00 0.00 0.00. 0.00 0 00 0 0 100 000. 0.00 0.00 0.00 000 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 18.6 18.6=L eff. 7.71 0.00 3.08 0.00 Vo.e 7.71 0:VEa 3.08 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel NOTE: 4'GARAGE WALL DESIGNED AS A STANDARD SHEAR WALL BUT CONSTRUCTED AS PART OF DOUBLE PORTAL FRAME GARAGE SHEET TITLE: LATERAL E-W(side to side-IeWright] CT PROJECT#: CT#14189:Plan7A Diaph.Level: 2nd Panel Height=.'..""."' 9 ft. Seismic V i= 2.2 kips Design Wind E-W V I= 4.84 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= '0 kips Sum Wind E-W V i= 12.54 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pr= 1.30 Table 4.3.3.5 Wind Wind '.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall L0L a,. Co w dl V level V abv level V abv. 2w/h vi Type Type vi OTM Ron.' U,,,, lJ , OTM Ror, U,,,, U,,,m U,,,, HD (soft) (ft) (ft) (klf) (kip) (k': (kip) (kip) p (plf) (pit) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) Front LIV` 306 5.0 16.5 -'.1 00 025 1.1 3.85 0.52 1.54 130 1.00 534 P2 2P3 995 24.03 5.19 4.35 5.95 44.77 6.19 8.90 12.53 12.53 - - 0 0.0 0 0 1.00 0.00 0.'1 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 030 0.00 0.00 0.00 0.00 0.00 Front - 0 0.0 0,0 1.00 0.00 !.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 1.11 0.00 0.00 0.00 2.44 2.44 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.1: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1 00 1.10 0.00 0,00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0:0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.01 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:0 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Kit/Gar 660 11:5 11.5 r .00 0.15 2.42 2.49 1.11 0.77 1.00 1.00 213 P6 P4 426 22.03 4.99 1.57 1.57 44.14 5.95 3.52 3.52 3.52 O 0 0 0.0 '.1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23 0 0I.0 0 I 1 00 0.75 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 1.29 0.00 0.00 0.00 2.94 2.94 - 0 0.0 J1.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 030 0.00 0.00 ar. AS P 2'6 4.0 8.0 1.10 0. . 1.8 66 0.0 0.0 .00 0.89 331 P4 P3 631 10.59 1.21 2.81 2.81 22.73 1.44 6.39 6.39 6.39 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.1. 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ar A:WP 118 2:1 8.1 100 0 5 0.4 1,83 0.0 0. 1.00 0.44 671 2P4 P3 631 5.37 0.60 3.58 3.58 11.36 0.72 7.98 7.98 7.98 1 1-0 1.1 "11 r-�1 1.11 111 1,01 ..10 1.11 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0:0 0.0 130 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 030 0.00 0.00 030 0.00 0.00 0.00 0.00 - 0 0.0 ' .0.0 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0 00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . 0.00 0.00 - 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 030 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00. 0.00 0.00 030 0.00 0.00 - 0 0.0 0.0 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 030 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.0 1.00 0-00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 .0.00 0.00 0.00 0.00 1320 22.5 22.5=L eff. 4.84 8.83 2.23 3.08 ]V,„,0 13.67 2:VEo 5.30 Notes: denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT#14189:Plan7A SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR* Roof Level w dl= 150 p/f V eq 980.0 pounds V1 eq= 490.0 pounds V3 eq= 490.0 pounds V w= 2440.0, pounds V1 w= 1220.0 pounds V3 w= 1220.0 pounds P. -__•. v hdr eq= 59.4 plf ----► ♦H head= A v hdr w= 147.9 p/f 1,083 v Fdragl eq= 342 F2 eq= 342 • Fdragl w= :,0 F2 --850 H pier= vi eq= 196.0 plf v3 eq= 196.0 plf P6 E.Q. 5.0 v1 w= 488.0 plf v3 w= 488.0 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 v Fdrag3 eq= . F4 e.- 342 feet • Fdrag3 w=850 F4 w=850 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 59.4 plf P6TN 2.0 EQ Wind v sill w= 147.9 plf P6TN feet OTM 7921 19723 R OTM 10124 12251 v ir UPLIFT -139 472 Up above 0 0 UP sum -139 472 H/L Ratios: L1= 25' L2= 11:5 L3= 2.5' Htotal/L= 0.49 Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 16.5 feet JOB#: CT#14189:PIan7A SHEARWALL WITH FORCE TRANSFER ID Front Lower LIVE Floor Level w dl= 150 p/f V eq 516.0 pounds V w= 1121.6 pounds Sum V eq 1538.0 pounds V1 eq= 769.0 pounds V3 eq= 769.0 pounds Sum V w= 3853.1 pounds V1 w= 1926.5 pounds V3 w= 1926.5 pounds P. ► v hdr eq= 113.9 plf t H head= A v hdr w= 285.4 plf 1.083 v Fdragl eq= 484 F2eq= 484 A Fdragl w= .13 F2 - 1213 H pier= v1 eq= 307.6 plf v3 eq= 307.6 plf P4 E.Q. 5.0 v1 w= 770.6 plf v3 w= 770.6 plf P2 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= ':, F4 e.- 484 feet • Fdrag3 w=1213 F4 w=1213 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 113.9 plf P6TN 360 EQ Wind v sill w= 285.4 plf P6 feet OTM 13970 34997 R OTM 6777 8201 v • UPLIFT 560 2088 Up above -139 472 UP sum 421 2560 H/L Ratios: L1= 2.5` L2= 8.5 L3= 2:5 Htotal/L= 0.67 Hpier/L1= 2.00 �� Hpier/L3= 2.00 L total= 13.5 feet JOB#: CT#14253:Plan 2613 SHEAR WALL WITH FORCE TRANSFER ID: Front Upper MSTR Bath` Roof Level w dl= 150 plf V eq 590.0',' pounds V1 eq= 295.0 pounds V3 eq= 295.0 pounds V w= 1820.0 pounds V1 w= 910.0 pounds V3 w= 910.0 pounds v hdr eq= 62.1 plf A H head= A v hdr w= 191.6 plf 1.083 =ra V Fdragl eq= 155 F2 eq= 155 • Fdragl w= - • F2 -479 H pier= v1 eq= 131.1 p/f v3 eq= 131.1 plf P6TN E.Q. 3.5 v1 w= 404.4 plf v3 w= 404.4 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 v Fdrag3 eq= • F4 e.- 155 feet . Fdrag3 w=479 F4 w=479 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.1 plf P6TN 35 EQ Wind v sill w= 191.6 plf P6 feet OTM 4769 14711 R OTM 3325 4061 e • UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: L1= 2.3 L2= 5.0 L3= 2.3 Htotal/L= 0.85 04 0. Hpier/L1= 1.56 Hpier/L3= 1.56 L total= 9.5 feet JOB#:CT#14253:Plan 2613 ID:Rear Upper BR23' Roof Level w dl= 160 p# V eq 1610 0 pounds V1 eq= 424.8 pounds V3 eq= 760.5 pounds V5 eq= 424.8 pounds V w= 4970.0 pounds V1 w= 1311.2 pounds V3 w= 2347.5 pounds V5 w= 1311.2 pounds - v hdr eq= 73.2 p# A Hl head=A vhdr= 225.9 p/f H5 head= A 1 '''f Ni Fdragl eq= 96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq=96.5 1 v A Fdragl w= a:.0 Fdragl . 533.4 Fdrag5 w= 3.4 Fdra.%w=298.0 A H1 pier= vl eq= 134.1 plf v3 eq= 134.1 plf v5 eq= 134.1 H5 pier= 40 I. vlw= 414.0p1f v3w= 414.0plf v5w= 414.01 40 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 V Fdrag3= •.c. Fdra.-- 172.8 feet A Fdragl w=297.9524 Fdragl w=533.4 Fdrag7eq= 2.8 Fdrag8e. 96.5 V P6TN E.Q. Fdrag7w=533.4 Fdrag8w=298.0 A P4 WIND v sill eq= 73.2 p# HI sill= (0.6-0.14Sds)D `0.6D v sill w= 225.9 Of H5 sill= 3.0 EQ Wind 30 feet OTM 12880.0 39760.0 feet R OTM 18074 22078 V UPLIFT -248 846 V Up above 0 0 Up Sum -248 846 H/L Ratios: L1= 32 L2 5.0. L3= 5.7 L4= 5.0 L5= 32 Htotal/L= 0.36 4 0 '0 4 IN 10 4 I Hpier/L1= 1.26 Hpier/L3= 0.71 L total= 22.0 feet Hpier/L5= 1.26 0.95 L reduction ;it Ufa rx�y , .4'!"!i l • a Tecnnice Topics TT-100F APRIL 2014 r A Portal Frame with Hold Downs for PP Engineered A lications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift Iimit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 0 2014 APA—The Engineered WoodAssociation PORTAL FRAME DESIGN (MIN. WIDTH =22 1/2"): EQ=480#< EQ (ALLOW) = 1031# WIND= 1390#<WIND (ALLOW)= 1444# Table 1. Recommended Allowable De gn Val. •s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximo > eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shearl••tt(Ibf) Deflection(in.) Load Factor 16 8 850 (1190 WIND) 0.33 3.09 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) Foundation for Wind or Seismic Loading a•b•cQ>d >31 EQ(1444 WIND) (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor= 1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening ( i-1 per wind design min 1000 Ibf for single or double portal / on both sides of opening —_. • - i opposite side of sheathing t vis...... _ Pony ' wall . 'I� ■ height r -7,,,,',-.- , ,i Fasten top plate to header steel header n a� sink two rows of 10 dc � �' �� sinker nails at 3"o.c.typ t\ Fasten sheathing to header with 8d common or ;Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown panel sheathing max total \ • Header to jack-stud strap per wind design. wall Min l height 000 Ibf on both sides of opening opposite side of sheathing. If needed,panel splice edges • j• � shall occur over and be 10' `Min.double 2x4 framing covered with min 3/8" nailed to common blocking max ; thick wood structural panel sheathing with ' - • within middle 24"of portal • height 8d common or galvanized box nails at 3"o.c. • "• height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each • panel edge. --Min length of panel per table 1 \ T' ' Typical portal frame construction 4 Min(2)3500 lb strap-type hold-downs �' (embedded into concrete and nailed into framing) `' Min double 2x4 post(king and jack stud).Number of I°� t • , Min reinforcing of foundation,one#4 bar jack studs per IRC tables I top and bottom of footing.Lap bars 15"min. �' 7:I R502.5)1(&(2). \�Min footing size under opening is 12"x 12".A turned-down \ Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— nto rete.anframing))nailed i with 2"x 2"x 3/16"plate washer nto 2 ©2014 APA—The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic (Reversed) Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving wwwwapawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400+E-mail:help@opawood.org Form No.11-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application �� of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication. Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 0 2014 A PA—The Enginen-cd WoodAssocialion CT ENGINEERING 180 Nickerson St, Suite 302 N6 �n 0• k4461-- 4 , Scuttle,WA Project: u (4/ n b�J�— ��. �� � 8109 � �� (( Date; 2_3031,3,2_ // \ FAX: 285-4512 Client: 5 G 2� Ir7 Z FAX:Page Number: (206)265-0618 4-0 o, SSV 0 1/ / Oiznt') _ TotP A� wi��� z nb�J r� oaf} ,r-DR,r-DR1 nDJ�eok-Chit- i-r?TA6 Vi t , , (�(' f A86,04/16 tC. S' /3)(1?--) V0,1 ( o)( '� Ph z ())C,2)11a1 8 .- `3Z k--))11, 0'1 ) A 5` alam , i,,)/(2) 4- ot_ © ��� utur -� 1� �z 10/4-¢ ale ��`' 8 AL6 eg,9Vl S � Par c�= 0,53 U ---1 Structural Engineers 1 WOOD FRAME CONSTRUCTION MANUAL 03 :. • ;. Table 2.2A Uplift Connection Loads from Wind l; . . • • • • (For Roof-to-Wall,Wall-to-Well,and Wall-to-Foundation) 700-yr.Wind Speed 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly i zs,gs,6,� Design Dead Load Roof Span(ft) Unit Connection Loads(pif} 12. 118 128 140 164 190 219 249 281 315 369 24 195 213 232 '272 315 362 412 465 521 612 eS-3 0 psffl 36 272 298 324 380 441 506 576 650 729 856 48 350 383 417 489 567 651 741. 836 938 1100 "I 60 428 468 509 598 693 796 906 1022 1146 1345 Tri • 12 70 80 92 116 142 171 201. 233 267 321 24 111 129 148 188 231 278 328 381 437 528 m 10 psf 36 152 178 204 260 321 386 456 530 609 736 N 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12 46 56 68 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057' 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 • 20 psf 36 32 58 84 140 201 266 336 410 489 616 ] jll� at(��[ �Y. 1:p41• 48 38 71 105 177 2.55 339 429 524 626 788 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 24 - 3 22 62 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - 27 99 177 261 351 446 548 710 60 - - 29 118 213 316 426 542 666 865 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, f multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the connectors: Connection Spacing(in.) I 12 16 19.224 48 Multiplier 1.00 1.33 1.60 l 2.00 4.00 ' ° Tabulated uplift loads equal total uplift minus 0,6 of the roof/ceiling assembly design dead load. Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall or ii wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) • for each full wall above. 6 When calculatinguplift loads for ends of headers/girders,multiply the tabulated unit uplift load by1 2 of the P pY P• / header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. '" ' For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length :r..:_ includes the overhang length and the jack span. Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead loads. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGIINEERING Suite 302 `l/'l//��/ / )��/ 1 N C. / Seattle,WA Project: • 1 7 )cA _ S)KvA 540 1.�� A • Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 \AI) Ups J 2),11, ) 7 In/ u 474 NW5C7)Oki WAD :A X05; MArvvI t -TABLE-- q‘,,0- r 6 Ila .Q -- ( wyj v$ip, I1 .,;-33 eDwAm 17)1 . . '36: , Map 1p8I/ • 6-ar)+ 2' 0 (0,6) sp • a • )\16 r : t'P 100?z NO/iffs A3 "n2vv16 c N =6( 2,t= 12` - ( 4)(2) (),(2) 41, AiJ 6 - 6)105 e- TM ,---4-17 ( ` 714 < (2 ( :, s>6dRaK C 6-6y 40/7)(0,,-5 (0,6 c t/b st-6 j_ot 711), A5A)/iletq)ak..., @ •- Fit- = (5Yn .- ) ^ Dv ✓✓' Structural Engineers TRUSS TO WALL CONNECTION ‘,i'l VAI til`• # OF TRUSS PLIES CONNECTOR TO TRUSS TO TOP PLATES uIIIII )I 1 HI (6) 0.131" X 1.5" (4) 0.131" X 2.5" il}U l!) 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 555 ilii 1 SDWC15600 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" !HA: Tim 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. IWO 2."0 2 (2)SDWC15600 - - 'an i.sn 3 (3)SDWC15600 - HY, :S,15 ROOF FRAMING PER PLAN Bd AT 6" O.C. - 2X VENTED 1110.i ga S 0.131" X 3" TOENAIL AT 6" O.C. .1 1 , si• r ° \ H2.5A & SDWC15600 STY!F COMMON/GIRDER M N/GIRDER TRUSS rPER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"=1'-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION ',IAF VAI.UI- #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UP1111 11 PLIES 1 HI (6) 0.131" X 1.5" (4) 0.131" X 2.5" 100 41 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X2.5" --35--[.....1117 1 SDWC15600 - - 4r;., Iia 2 H10-2 I _. 2 (9) 0,148" X 1.5" (9}0.148" X 1.5" 1070 - --7r10 _ (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. 1070 inn.. 2 (2)SDWC15600 - - 170 2.;U 3 (3)SDWC15600 - - 1455 315 ADD A35 0 48"O.C. ROOF FRAMING PER PLAN 1440 FOR H2.5A AND SDWC STYLE Bd " O.C. CONNECTIONS 2X AAT TVE66" BLK'G. 14141.. „Ilk. .......... .4.4,4 . 1 rm, -.-., ,.... 1111iHi H2.5A & SDWC15600 STY]F COMMON/GIRDER TRUSS _ PER PLAN TRUSS TO WALL CONNECTION TO EACH 1-11 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [ 4-19-16 C Roseburg J2 MAIN 1:43pm A Forest Products Company 1 of 1 CS Beam 2016.4.0.5 kmBeamEngine 4.13.19.1 Materials Database 1547 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam 1 ft '0 / / / 9 1450 11 70 26 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 499# -- 2 14' 5.000" Wall DFL Plate(625psi) 3.500" 3.500" 1342# -- 3 26' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 397# -4# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 391#(245p1f) 108#(67p1f) 2 1033#(645p1f) 310#(194p1f) 3 323#(202p1f) 73#(46p1f) Design spans 14' 2.375" 11' 4.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1492.'# 2820.'# 52% 5.9' Odd Spans D+L Negative Moment 1762.'# 2820.'# 62% 14.42' Total Load D+L Shear 714.# 1220.# 58% 14.41' Total Load D+L End Reaction 499.# 1151.# 43% 0' Odd Spans D+L Int.Reaction 1342.# 1775.# 75% 14.42' Total Load D+L TL Deflection 0.2501" 0.7099" L/681 6.61' Odd Spans D+L LL Deflection 0.2039" 0.3549" U835 6.61' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L.HENDERSON St..,�„,,,,_ EWP MANAGER •++�+�••g- Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The BEAVERTON,OREGON 97005 design must be reviewed by a qualified desgner or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. 503-858-9663